ASHE12~2.PDF

U.S. AIR FORCE

31ST FIGHTER WING

31ST CES/CEPM

AVIANO AIR BASE, ITALY

33100 UDINE (I) - VIA DEL PARTIDOR, 7

tel. 0432/602326, fax 0432/601822 mailto:studio@contiassociati.it

PROJECT : ASHE 12-1039

SUBMITTAL : 100%

SUBMITTAL DATE : AUGUST 2015

Project: ASHE 12-1039

RENOVATE FACILITY 1469

FOR EDUCATION CENTER

Location: AREA F, AVIANO AIR BASE, AVIANO (PN), ITALY

Project Phase: 100%

Date: AUGUST 2015

STRUCTURAL DESIGN ANALYSIS

Prepared and Submitted by:

Project ASHE 12-1039

RENOVATE FACILITY 1469 FOR EDUCATION CENTER

2408_ASHE 12-1039_DesAnStr_100%EN-R0.docx

Summary:

Work description ............................................................................................................... 1 1

Reference legislation ......................................................................................................... 2 1.1.

Material quality ................................................................................................................. 3 1.2.

Structural steel ................................................................................................................... 5 1.3.

Existing condition ............................................................................................................. 5 2

Seismic parameters ............................................................................................................ 6 2.1.

Conditions and combinations of loads ............................................................................... 7 2.2.

Check of structure in existing condition ........................................................................... 12 2.3.

New condition – Body A ................................................................................................. 30 3

Seismic parameters .......................................................................................................... 31 3.1.

Loads, conditions and combinations of loads ................................................................... 32 3.2.

Modal response ............................................................................................................... 35 3.3.

Calculation notes ............................................................................................................. 36 3.4.

Stresses on structural elements – Body A......................................................................... 37 3.5.

Check of the structure ...................................................................................................... 46 3.6.

Geotechnical report and foundations ................................................................................ 88 3.7.

New condition – Body B ................................................................................................. 93 4

Seismic parameters .......................................................................................................... 94 4.1.

Conditions and combinations of loads ............................................................................. 95 4.2.

Modal response ............................................................................................................... 99 4.3.

Calculation notes ........................................................................................................... 100 4.4.

Stresses on structural elements – Body B ....................................................................... 100 4.5.

Check of the structure – Body B .................................................................................... 111 4.6.

Geotechnical report and foundations .............................................................................. 142 4.7.

New condition – Body C ............................................................................................... 148 5

Seismic parameters ........................................................................................................ 149 5.1.

Conditions and combinations of loads ........................................................................... 150 5.2.

Modal response ............................................................................................................. 152 5.3.

Calculation notes ........................................................................................................... 153 5.4.

Stresses on structural elements – Body C ....................................................................... 153 5.5.

Check of the structure – Body C .................................................................................... 158 5.6.

Geotechnical report and foundations .............................................................................. 169 5.7.

Evaluation of final results .............................................................................................. 174 6

Work description 1

The scope of the project consists of renovating an old building, previously used as officers club by Italian Air

Force, for a new education center. The structure of the existing building is composed by masonry brick walls, reinforced concrete beams and columns, often contained within walls, and floor slabs at various levels.

Foundations are shallow isolated under columns and shallow continuous under walls.

Works of renovation consist in strengthening existing structures dividing then into 3 parts, seismically independent, separated by seismic joints. These bodies will hereafter called with the names A, B and C.

Body A is a portion of the building located to the west which has 2 floors and roof. Body B is located to the east and includes the stairwell, 3 floors and roof (upper area), while body C is located to the southeast and includes ground floor and roof.

Works in body A will consist of:

- demolition and replacement of transverse walls with reinforced concrete (r.c.) frames;

- demolition of existing masonry wall, next to body B, and replacing it with new r.c. wall, to create a new seismic joint;

- reinforcement of all masonry walls with shotcrete and welded wire mesh;

- reinforcement and upgrading of floor slabs with reinforcement of r.c. joists from below, avoiding the demolition of flooring;

- construction of new metal safety stairs connected to the front of the building.

Works in body B will consist of:

- demolition and replacement of the stairwell masonry wall, over the entire height, with new r.c. walls, and reinforcement of existing stairwell transverse walls with a new thin r.c. wall on the internal side;

- demolition and replacement some masonry walls with new r.c. shear walls to provide resistance to seismic actions;

- reinforcement of all masonry walls with a new thin r.c. wall on the internal side in order to preserve existing external coatings;

- reinforcement of main r.c. columns between ground floor and first floor with new steel bars and reinforcement of main r.c. beams with new carbon fiber strips;

- reinforcement of all masonry walls with shotcrete and welded wire mesh;

- creation of new seismic joint to separate body B from body C, with two new r.c. frames;

- reinforcement of floor slabs r.c. joists with new carbon fiber strips, excepting parts of the roof, that have already been rebuilt.

Works in body C provide:

- creation of two new transverse masonry walls to provide resistance to seismic actions;

- reinforcement of all masonry walls with shotcrete and welded wire mesh;

- reinforcement of roof slabs with new r.c. beams inserted in the slab thickness between the existing r.c. slab ribs;

In the project state analysis, A, B and C bodies were considered independent, while in the existing state they were considered together, due to the lack of effective seismic joints.

Reference legislation 1.1.

D.P.R. 06.06.2001 n. 380: “Testo unico delle disposizioni legislative e regolamentari in materia edilizia” D.M. 14.01.2008: “Norme tecniche per le costruzioni“

- Circ. n.617 02.02.2009: “Istruzioni per l’applicazione delle Norme tecniche per le costruzioni”

- “Linee guida per la progettazione, l’esecuzione ed il collaudo di interventi di rinforzo di strutture di c.a., c.a.p. e murarie mediante FRP, approvato con Assemblea Generale Consiglio Superiore Lavori Pubblici”.

Material quality 1.2.

Existing masonry 1.2.1.

New Concrete 1.2.2.

D.P.R. 380/2001 ART. 65 - LEGGE 5/11/1971 n. 1086 ART.4

D.M. 14.01.2008, UNI EN 206 – 1, UNI EN 197 - 1

CEM I = Portland cement

Consistence: S1-wet S2-plastic S3-semifluid S4-fluid S5-superfluid.

Exposition class (see UNI EN 206 -1)

Strength and class strength (N/mm2)

STRUCTURAL

ELEMENTS

CEMENT

TYPE CLASS

CL

Rck

EXP. CL.

D. max

Consistence

CAST IN PLACE CEM II 32,5 C25/30 XC 2 D15 S4

Cylindrical Charact.

Strength

Cubic Charact.

Strength

Average Charact.

Strength

Average Elastic Modulus

Characteristic Strengths

[ N/mm2 ] [ N/mm2 ] [ N/mm2 ] [ N/mm2 ] Tension [ N/mm2 ] Tension and bending [ N/mm2 ] fck Rck fcm Ecm fctm fcfm 25 30 33 31476 2.56 3.08

Reduction factor of material characteristics c = 1.5

New reinforced concrete steel 1.2.3.

ELEM. TYPE Strain % Yielding stress fyk [N/mm2]

Charact. Failure stress ftk [ N/mm2]

Allowable stress amm [N/mm2]

BARS

AND NETS

B450C > 7.5 > 450 > 540 255

Reduction factor of material characteristics s = 1.15

Existing concrete 1.2.4.

Reduction factor of material characteristics c = 1.5

Existing reinforced concrete steel 1.2.5.

Reduction factor of material characteristics s = 1.15

Carbon fiber reinforcement (FRP) 1.2.6.

Structural steel 1.3.

Hot rolled profiles with open section

TYPE

Nominal thickness t ≤ 40 mm 40 mm < t ≤ 80 mm fyk [N/mm2] ftk [ N/mm2] fyk [N/mm2] ftk [ N/mm2]

S235 235 360 215 360

Reduction factor of material characteristics M0 = M1 = 1.05

Elastic Modulus: E = 210000 N/mm2;

Transverse Elastic Modulus: G = E / [2 (1+ν)] = 80769 N/mm2;

Poisson coefficient: ν = 0.3;

Thermal expansion coefficient: α = 12 x 10-6 °C-1;

Density: ρ = 7850 kg/m3.

Existing condition 2

A model of the structure was built and subsequently calculated using the Sismicad 12 software.

Different colors indicate surface loads applied on the structure.

Seismic parameters 2.1.

Construction type 2 – ordinary structure – Vn ≥ 50 years

Use class III – Facility whose use provides relevant crowding

Subsoil class B

Ductility class: CD “B”

Analysis type: dinamic

Structure factor q = 2.25

Non regular structure in plane and in elevation

Conditions and combinations of loads 2.2.

a) Snow action (NTC 2008)

Snow load is given by:

qs = µ1 qsk Ce Ct where qs snow load acting on roof µ1 roof shape factor qsk reference value of ground snow [kN/m2]

Ce exposition coefficient Ct thermal coefficient

Site altitude: as = 159 m Characteristic value of snow load refer (Zone I – “Alpina”): qsk = 1.5 kN/m2 Exposition coefficient:

Thermal coefficient:

Leading edge angle: α = 0° Roof shape factor ( 0 < α < 30° ): µ1 = 0.8 Snow load: qs = 1.2 kN/m2 .

Snow load was assigned to roof structure elements of the model in form of distributed surface load.

Ce 1.0

Ct 1.0

b) Load conditions

c) Surface loads

ROOF SLAB (Central area) Self-weight of existing slab (20+5cm) 2800 N/m2 Roof cover + insulation 1000 “ “ Plaster 200 “ “ Snow 1200 “ “ 5200 N/m2

ROOF SLAB (West area) Self-weight of existing slab (12+6cm) 2400 N/m2 Roof cover + insulation 1000 “ “ Suspended ceiling 200 “ “

4800 N/m2

ROOF SLAB (East area) Self-weight of existing slab (30+5cm) 3200 N/m2 Roof cover + insulation 1000 “ “ Plaster 200 “ “

5600 N/m2

STAIRS AND LANDINGS

Self-weight of r.c. slab and steps 5500 N/m2 Substratum + floor + plaster 1500 “ “ Crowding 4000 “ “ 11000 N/m2

TERRACE

Self-weight of existing slab (20cm) 5000 N/m2 Cover + insulation 1500 “ “

10500 N/m2

TYPICAL FLOOR SLAB (West area)

Partition walls 1000 “ “ Floor tiles 400 “ “ Concrete screed + insulation + subfloor 1300 “ “ Plaster 200 “ “ Crowding 3000 “ “ 8300 N/m2

TYPICAL FLOOR SLAB (Central area) Self-weight of existing slab (20+5cm) 2800 N/m2 Partition walls 1000 “ “ Floor tiles 400 “ “ Concrete screed + insulation + subfloor 1300 “ “ Plaster 200 “ “

8700 N/m2

Correspondence with loads just listed can be found in following table [kN/m2]

d) Combination coefficients in ultimate limit state

e) Combination for serviceability limit state (rare condition)

f) Combination coefficients in Operativity limit state

g) Combination coefficients in Life preservation limit state

h) Combination coefficients in Life preservation limit state - foundations

Check of structure in existing condition 2.3.

The complete structure was calculated applying the above defined loads, combined by coefficients, at SLU, SLO, SLV and SLE limit states. The following diagram shows elements checked in existing state.

Elements checked in actual state:

- First floor slab – Body A

- First floor slab – stairwell zone – Body B

- Roof floor slab – long span – Body C

- Alignment 1 (masonry walls): AL 1

- Alignment 2 (masonry walls): AL 2

- Alignment 3 (masonry walls): AL 3

- Alignment 4 (masonry walls): AL 4

- R.c. beam B1: (existing r.c. steel was estimated using a simulated project in accordance with R.D.

2229 of 1939)

- R.c. column C1: (existing r.c. steel was estimated using a simulated project in accordance with R.D.

2229 of 1939)

Calculation notes

Existing floor slabs 2.3.1.

Visual inspection of some existing floors has allowed to observe reinforcement steel present and checking it with new design loads. Ultimately it appears that floors are not adequate to support new loads.

First floor slab – Body A

Span length L = 4.66m Joist spacing i = 0.50m

Loads (Slab Type 1):

Permanent g = 5.30 kN/m2 Variable q = 3.00 kN/m2

Analysis on 1 meter width:

SLU load qtot = (1.3 g + 1.5 q) (1m) = 11.39 kN/m

Bending moment Mmax = 30.92 kNm

Analysis on 1 joist:

Bending moment Med = Mmax i = 15.46 kNm

CHECK

As = 112 + 110 AQ42 LC1

C20/25 LC1

|Med| = 15.46 kNm > |Mrd| = 4.17 kNm NO!!

First floor slab – stairwell zone – Body B

Span length L = 4.69m Joist spacing i = 0.50m

Loads (Slab Type 2):

Permanent g = 5.70 kN/m2 Variable q = 3.00 kN/m2

Analysis on 1 meter width:

SLU load qtot = (1.3 g + 1.5 q) (1m) = 11.91 kN/m Bending moment Mmax = 32.75 kNm

Bending moment Med = Mmax i = 16.38 kNm

CHECK

|Med| = 16.38 kNm > |Mrd| = 6.16 kNm NO!!

Roof floor slab – long span – Body C

Span length L = 9.00m Joist spacing i = 0.52m

Loads (Slab Type 3):

Permanent g = 4.40 kN/m2 Variable q = 1.20 kN/m2

Analysis on 1 meter width:

SLU load qtot = (1.3 g + 1.5 q) (1m) = 7.52 kN/m Bending moment Mmax = 76.14 kNm

Bending moment Med = Mmax i = 39.59 kNm

CHECK

|Med| = 39.59 kNm > |Mrd| = 8.99 kNm NO!!

All checks show the serious lack of resistance of existing floor slabs.

Shear resistance of masonry wall alignments 2.3.2.

AL 1 – dir X

Maschio 21

Verifiche condotte secondo D.M. 14-01-08 (N.T.C.)

Dati geometrici

X ini. Y ini. X fin. Y fin. Quota i. Quota.s l Sp. h netta h ini. h fin. a a.s.,sx a.s.,dx

27.98 0 0 0 L4 L7 27.98 0.44 1.5 1.5 1.5 Caratteristiche del materiale

(circ.21745) Mattoni pieni con malta bastarda LC1, migliorata malta buona (FAC1469) fk o fmedio fvk0 o τ E G FC 4500 150 4950000 1980000 1.35

Verifiche di resistenza SLE (§ 7.3.7.1) omesse in quanto garantite da uno spettro SLD sempre minore di quello SLV

Verifica a pressoflessione nel piano (7.8.2.2) e taglio con rottura per fessurazione diagonale (C8.7.1.5), γM = 2 Comb. Quota N V par V orto M M orto N/(l*sp) N/(l'*sp) µ l' fvd Vt scorr. Vt fess.diag. Verifica SLV 1 -0.41 -3459.39 1945.59 13.01 4337.3837 -4.4443 281 281 38797.3434 27.98 112 1375.83 2145.14 Si SLV 1 1.09 -2967.11 1850.46 -12.64 2675.4149 -4.4463 241 241 34448.0214 27.98 104 1277.38 2024 Si SLV 2 -0.41 -3347.41 2193.65 12.71 4078.0564 -4.2252 272 272 37842.1721 27.98 110 1353.44 2118.2 No, Vu<V SLV 2 1.09 -2855.89 2100.59 -12.64 2170.5087 -4.4379 232 232 33411.5393 27.98 102 1255.13 1995.62 No, Vu<V SLV 3 -0.41 -2660.33 1869.24 -5.37 4786.9126 1.3742 216 216 31541.028 27.98 99 1216.02 1944.7 Si SLV 3 1.09 -2195.7 1767.77 11.92 2890.7821 5.7338 178 178 26850.6797 27.98 91 1123.1 1818.02 Si SLV 4 -0.41 -2548.36 2117.3 -5.67 4527.5853 1.5933 207 207 30442.3117 27.98 97 1193.63 1914.94 No, Vu<V SLV 4 1.09 -2084.48 2017.9 11.91 2385.8759 5.7422 169 169 25676.5567 27.98 89 1100.85 1786.36 No, Vu<V SLV 5 -0.41 -4295.54 568.04 33.42 2226.1401 -10.7317 349 349 45293.8299 27.98 125 1543.06 2336.55 Si SLV 5 1.09 -3783.76 537.6 -41.32 2190.065 -16.8739 307 307 41450.7348 27.98 117 1440.71 2221.36 Si SLV 6 -0.41 -4098.85 986.31 32.93 1760.507 -10.3595 333 333 43866.5135 27.98 122 1503.73 2292.96 Si SLV 6 1.09 -3587.04 959.54 -41.35 1301.5087 -16.8613 291 291 39861.6871 27.98 114 1401.36 2175.45 Si SLV 7 -0.41 -1632.03 313.54 -27.87 3724.5699 8.6633 133 133 20695.5875 27.98 82 1010.36 1651.33 Si SLV 7 1.09 -1212.41 261.98 40.53 2907.9557 17.0597 98 98 15782.5694 27.98 75 926.44 1515.39 Si SLV 8 -0.41 -1435.34 731.81 -28.35 3258.9368 9.0355 117 117 18427.7943 27.98 79 971.02 1589.06 Si SLV 8 1.09 -1015.69 683.91 40.49 2019.3994 17.0724 83 83 13382.0079 27.98 72 887.09 1447.26 Si SLV 9 -0.41 -4176.89 -616.12 32.45 777.6149 -10.2368 339 339 44440.2281 27.98 123 1519.33 2310.36 Si SLV 9 1.09 -3675.71 -596.76 -41.36 1824.9965 -17.3443 299 299 40585.5732 27.98 115 1419.1 2196.26 Si SLV 10 -0.41 -3980.19 -197.86 31.96 311.9818 -9.8646 323 323 42975.4696 27.98 120 1479.99 2266.26 Si SLV 10 1.09 -3478.98 -174.83 -41.4 936.4402 -17.3316 283 283 38962.4226 27.98 112 1379.75 2149.82 Si SLV 11 -0.41 -1513.37 -870.62 -28.84 2276.0447 9.1581 123 123 19334.9676 27.98 80 986.63 1614.05 Si SLV 11 1.09 -1104.36 -872.39 40.49 2542.8873 16.5894 90 90 14471.6519 27.98 73 904.83 1478.36 Si SLV 12 -0.41 -1316.68 -452.36 -29.33 1810.4116 9.5304 107 107 17029.7323 27.98 77 947.29 1550.28 Si SLV 12 1.09 -907.63 -450.45 40.45 1654.3309 16.602 74 74 12036.9876 27.98 70 865.48 1408.44 Si SLV 13 -0.41 -3063.87 -2001.62 9.77 -491.0336 -2.7946 249 249 35333.6058 27.98 105 1296.73 2048.38 Si SLV 13 1.09 -2606.91 -1930.75 -12.77 1458.52 -6.0141 212 212 31019.3971 27.98 98 1205.34 1930.56 No, Vu<V SLV 14 -0.41 -2951.89 -1753.56 9.47 -750.3609 -2.5755 240 240 34307.3819 27.98 104 1274.33 2020.14 Si SLV 14 1.09 -2495.69 -1680.62 -12.78 953.6138 -6.0057 203 203 29918.6462 27.98 96 1183.09 1900.78 Si SLV 15 -0.41 -2264.81 -2077.97 -8.62 -41.5047 3.0239 184 184 27570.2722 27.98 92 1136.92 1837.41 No, Vu<V SLV 15 1.09 -1835.51 -2013.44 11.78 1673.8872 4.166 149 149 22976.2995 27.98 85 1051.06 1713.37 No, Vu<V SLV 16 -0.41 -2152.84 -1829.91 -8.92 -300.832 3.243 175 175 26400.5034 27.98 91 1114.52 1805.88 No, Vu<V SLV 16 1.09 -1724.29 -1763.31 11.77 1168.981 4.1744 140 140 21737.9077 27.98 84 1028.81 1679.75 No, Vu<V Tabella dei coefficienti di sicurezza minimi

Stato limite Coeff.s. Comb. Verifica PF_SLV 5.427 SLV 7 Si V_SLV 0.851 SLV 15 No

AL 1 - dir X Pareti allineamento: 21 Quota:(+1,09m) Verifica a taglio per fessurazione diagonale Pareti Comb. Resistenza [kN] Taglio [kN] Res./Taglio

21 SLV 15 1713.37 2013.44

TOT SLV 15 1713.37 2013.44 0,85 NO!!

AL 2 – dir Y Maschio 272 Verifiche condotte secondo D.M. 14-01-08 (N.T.C.)

Dati geometrici X ini. Y ini. X fin. Y fin. Quota i. Quota.s l Sp. h netta h ini. h fin. a a.s.,sx a.s.,dx

53.23 8.415 53.23 5.17 L8 L11 3.245 0.4 3.24 3.24 3.24

Caratteristiche del materiale (circ.21745) Mattoni pieni con malta bastarda LC1, migliorata malta buona (FAC1469) fk o fmedio fvk0 o τ E G FC 4500 150 4950000 1980000 1.35

Verifiche di resistenza SLE (§ 7.3.7.1) omesse in quanto garantite da uno spettro SLD sempre minore di quello SLV Verifica a pressoflessione nel piano (7.8.2.2) e taglio con rottura per fessurazione diagonale (C8.7.1.5), γM = 2 Comb. Quota N V par V orto M M orto N/(l*sp) N/(l'*sp) µ l' fvd Vt scorr. Vt fess.diag.

Verifica

SLV 1 4.3 -261.64 88.26 -24.85 -50.1484 12.3225 202 202 364.1116 3.245 96 124.44 200 Si SLV 1 7.54 -123.07 26.72 24 -27.65 15.7132 95 95 186.3111 3.245 75 96.72 158.15 Si SLV 2 4.3 -264.91 149.55 -24.84 -25.0721 12.3193 204 204 367.8939 3.245 96 125.09 200.88 Si SLV 2 7.54 -142.78 80.93 24 -47.2214 15.7112 110 110 213.6711 3.245 78 100.67 164.75 Si SLV 3 4.3 -208.84 -148.86 -24.39 -159.546 12.9846 161 203 300.3609 2.5756 96 99 185.17 Si SLV 3 7.54 -22.16 -196.9 21.44 31.206 14.286 17 86 35.5224 0.643 73 18.72 118.73 No, Vu<V SLV 4 4.3 -212.11 -87.58 -24.38 -134.4697 12.9814 163 179 304.4476 2.9656 91 108.32 186.13 Si SLV 4 7.54 -41.87 -142.7 21.44 11.6346 14.284 32 32 66.3927 3.245 62 80.49 127.39 No, Vu<V SLV 5 4.3 -379.86 377.53 -8.1 89.4346 2.6545 293 293 489.0037 3.245 114 148.08 229.76 No, Vu<V SLV 5 7.54 -312.68 331.83 11.09 -80.3698 6.8806 241 241 421.0589 3.245 104 134.65 213.36 No, Vu<V SLV 6 4.3 -385.39 490.45 -8.09 135.7933 2.6481 297 297 494.2474 3.245 115 149.19 231.06 No, Vu<V SLV 6 7.54 -349.15 432.7 11.08 -116.9937 6.877 269 269 458.9274 3.245 109 141.94 222.41 No, Vu<V SLV 7 4.3 -203.85 -412.88 -6.56 -275.2241 4.8615 157 624 294.0857 0.8172 180 58.93 183.71 No, Vu<V SLV 7 7.54 23.67 -413.6 2.54 115.817 2.1232 0 0 0 0 56 0 95.6 No, Trazione, Vu<V

SLV 8 4.3 -209.39 -299.97 -6.55 -228.8653 4.8551 161 330 301.0487 1.5885 121 77.18 185.33 No, Vu<V SLV 8 7.54 -12.79 -312.73 2.53 79.1931 2.1197 0 0 0 0 56 0 114.39 No, e>l/2, Vu<V SLV 9 4.3 -429.36 410.48 6.73 108.8006 -4.9716 331 331 533.9732 3.245 122 157.98 241.13 No, Vu<V SLV 9 7.54 -381.48 389.71 -2.55 -74.0103 -2.1181 294 294 490.5486 3.245 114 148.41 230.14 No, Vu<V SLV 10 4.3 -434.89 523.4 6.74 155.1594 -4.978 335 335 538.7333 3.245 123 159.09 242.37 No, Vu<V SLV 10 7.54 -417.95 490.58 -2.56 -110.6342 -2.1216 322 322 523.9899 3.245 120 155.7 238.55 No, Vu<V SLV 11 4.3 -253.35 -379.94 8.26 -255.858 -2.7646 195 345 354.4295 1.8378 124 91.51 197.75 No, Vu<V SLV 11 7.54 -45.13 -355.71 -11.09 122.1765 -6.8755 0 0 0 0 56 0 128.77 No, e>l/2, Vu<V SLV 12 4.3 -258.89 -267.02 8.27 -209.4993 -2.771 199 265 360.909 2.4398 109 106 199.26 No, Vu<V SLV 12 7.54 -81.6 -254.84 -11.1 85.5526 -6.879 63 118 126.515 1.722 79 54.59 143.27 No, Vu<V SLV 13 4.3 -426.64 198.09 24.56 14.405 -13.0979 329 329 531.6163 3.245 121 157.44 240.52 Si SLV 13 7.54 -352.4 219.68 -21.45 -6.4518 -14.2824 271 271 462.198 3.245 110 142.59 223.2 Si SLV 14 4.3 -429.91 259.38 24.57 39.4813 -13.1011 331 331 534.4475 3.245 122 158.09 241.25 No, Vu<V SLV 14 7.54 -372.12 273.89 -21.46 -26.0232 -14.2844 287 287 481.5799 3.245 113 146.53 227.93 No, Vu<V SLV 15 4.3 -373.84 -39.03 25.02 -94.9926 -12.4358 288 288 483.2399 3.245 113 146.88 228.34 Si SLV 15 7.54 -251.5 -3.95 -24.02 52.4042 -15.7096 194 194 352.2472 3.245 94 122.41 197.24 Si SLV 16 4.3 -377.11 22.25 25.03 -69.9163 -12.439 291 291 486.3755 3.245 114 147.53 229.11 Si SLV 16 7.54 -271.21 50.26 -24.02 32.8328 -15.7116 209 209 375.1393 3.245 97 126.35 202.57 Si

Tabella dei coefficienti di sicurezza minimi

Stato limite Coeff.s. Comb. Verifica PF_SLV 0 SLV 7 No V_SLV 0 SLV 7 No

Maschio 273

Verifiche condotte secondo D.M. 14-01-08 (N.T.C.)

Dati geometrici X ini. Y ini. X fin. Y fin. Quota i. Quota.s l Sp. h netta h ini. h fin. a a.s.,sx a.s.,dx

53.23 9.985 53.23 9.415 L8 L11 0.57 0.4 3.24 3.24 3.24

Caratteristiche del materiale (circ.21745) Mattoni pieni con malta bastarda LC1, migliorata malta buona (FAC1469) fk o fmedio fvk0 o τ E G FC 4500 150 4950000 1980000 1.35

Verifiche di resistenza SLE (§ 7.3.7.1) omesse in quanto garantite da uno spettro SLD sempre minore di quello SLV Verifica a pressoflessione nel piano (7.8.2.2) e taglio con rottura per fessurazione diagonale (C8.7.1.5), γM = 2 Comb. Quota N V par V orto M M orto N/(l*sp) N/(l'*sp) µ l' fvd Vt scorr. Vt fess.diag. Verifica SLV 1 4.3 14.06 -5.34 -4.93 -1.0919 1.7931 0 0 0 0 56 0 6.46 No, Trazione SLV 1 7.54 2.29 0.19 4.49 0.2404 3.5914 0 0 0 0 56 0 11.88 No, Trazione SLV 2 4.3 13.99 9.29 -4.93 2.1415 1.7933 0 0 0 0 56 0 6.51 No, Trazione, Vu<V SLV 2 7.54 1.07 13.39 4.49 -2.1993 3.5916 0 0 0 0 56 0 12.3 No, Trazione, Vu<V SLV 3 4.3 14.53 -64.97 -5.17 -14.3767 1.9517 0 0 0 0 56 0 6.14 No, Trazione, Vu<V SLV 3 7.54 7.69 -60.07 4.39 11.2189 3.2431 0 0 0 0 56 0 9.77 No, Trazione, Vu<V SLV 4 4.3 14.46 -50.34 -5.17 -11.1433 1.9519 0 0 0 0 56 0 6.19 No, Trazione, Vu<V SLV 4 7.54 6.48 -46.87 4.4 8.7792 3.2433 0 0 0 0 56 0 10.28 No, Trazione, Vu<V SLV 5 4.3 13.41 78.39 -1.11 17.5528 0.2963 0 0 0 0 56 0 6.87 No, Trazione, Vu<V SLV 5 7.54 -5.26 84.51 1.49 -15.1327 1.6061 0 0 0 0 56 0 14.31 No, e>l/2, Vu<V SLV 6 4.3 13.27 105.44 -1.11 23.5308 0.2965 0 0 0 0 56 0 6.96 No, Trazione, Vu<V SLV 6 7.54 -7.51 108.94 1.49 -19.6466 1.6064 0 0 0 0 56 0 14.96 No, e>l/2, Vu<V SLV 7 4.3 14.98 -120.37 -1.92 -26.7299 0.825 0 0 0 0 56 0 5.83 No, Trazione, Vu<V SLV 7 7.54 12.76 -116.35 1.18 21.4625 0.4451 0 0 0 0 56 0 7.26 No, Trazione, Vu<V SLV 8 4.3 14.84 -93.32 -1.92 -20.7519 0.8252 0 0 0 0 56 0 5.92 No, Trazione, Vu<V SLV 8 7.54 10.51 -91.93 1.18 16.9485 0.4454 0 0 0 0 56 0 8.47 No, Trazione, Vu<V SLV 9 4.3 13.3 95.85 1.92 21.4254 -0.8281 0 0 0 0 56 0 6.94 No, Trazione, Vu<V SLV 9 7.54 -6.76 101.33 -1.17 -18.22 -0.4439 0 0 0 0 56 0 14.75 No, e>l/2, Vu<V SLV 10 4.3 13.16 122.9 1.92 27.4035 -0.8279 0 0 0 0 56 0 7.02 No, Trazione, Vu<V SLV 10 7.54 -9.01 125.76 -1.17 -22.734 -0.4436 0 0 0 0 56 0 15.38 No, e>l/2, Vu<V SLV 11 4.3 14.87 -102.91 1.11 -22.8573 -0.2994 0 0 0 0 56 0 5.91 No, Trazione, Vu<V

SLV 11 7.54 11.25 -99.53 -1.49 18.3751 -1.6048 0 0 0 0 56 0 8.09 No, Trazione, Vu<V

SLV 12 4.3 14.73 -75.86 1.11 -16.8792 -0.2992 0 0 0 0 56 0 6 No, Trazione, Vu<V

SLV 12 7.54 9 -75.1 -1.49 13.8611 -1.6045 0 0 0 0 56 0 9.19 No, Trazione, Vu<V

SLV 13 4.3 13.68 52.87 5.17 11.8168 -1.9548 0 0 0 0 56 0 6.7 No, Trazione, Vu<V

SLV 13 7.54 -2.73 56.28 -4.39 -10.0507 -3.2417 0 0 0 0 56 0 13.55 No, e>l/2, Vu<V SLV 14 4.3 13.61 67.5 5.17 15.0502 -1.9546 0 0 0 0 56 0 6.75 No, Trazione, Vu<V SLV 14 7.54 -3.95 69.48 -4.39 -12.4904 -3.2416 0 0 0 0 56 0 13.92 No, e>l/2, Vu<V SLV 15 4.3 14.15 -6.76 4.93 -1.468 -1.7962 0 0 0 0 56 0 6.4 No, Trazione, Vu<V SLV 15 7.54 2.67 -3.98 -4.49 0.9278 -3.59 0 0 0 0 56 0 11.74 No, Trazione SLV 16 4.3 14.08 7.88 4.93 1.7654 -1.796 0 0 0 0 56 0 6.45 No, Trazione, Vu<V SLV 16 7.54 1.46 9.22 -4.49 -1.5119 -3.5899 0 0 0 0 56 0 12.17 No, Trazione

Tabella dei coefficienti di sicurezza minimi Stato limite Coeff.s. Comb. Verifica PF_SLV 0 SLV 16 No V_SLV 0 SLV 16 No

Maschio 274

Dati geometrici X ini. Y ini. X fin. Y fin. Quota i. Quota.s l Sp. h netta h ini. h fin. a a.s.,sx a.s.,dx

53.23 12.185 53.23 10.985 L8 L11 1.2 0.4 3.24 3.24 3.24

Caratteristiche del materiale (circ.21745) Mattoni pieni con malta bastarda LC1, migliorata malta buona (FAC1469) fk o fmedio fvk0 o τ E G FC 4500 150 4950000 1980000 1.35

Verifiche di resistenza SLE (§ 7.3.7.1) omesse in quanto garantite da uno spettro SLD sempre minore di quello SLV Verifica a pressoflessione nel piano (7.8.2.2) e taglio con rottura per fessurazione diagonale (C8.7.1.5), γM = 2 Comb. Quota N V par V orto M M orto N/(l*sp) N/(l'*sp) µ l' fvd Vt scorr. Vt fess.diag. Verifica SLV 1 4.3 14.8 -69.15 -0.13 -26.7072 0.3206 0 0 0 0 56 0 21.17 No, Trazione, Vu<V

SLV 1 7.54 -45.82 -27.05 3.03 3.4178 1.2621 95 95 25.6389 1.2 75 35.83 39.06 Si SLV 2 4.3 8.59 -53.23 -0.14 -22.0668 0.3228 0 0 0 0 56 0 23.63 No, Trazione, Vu<V

SLV 2 7.54 -35.66 -13.62 3.04 -0.8505 1.2631 74 74 20.2717 1.2 70 33.8 36.67 Si SLV 3 4.3 40.47 -130.18 -0.14 -45.7412 0.3093 0 0 0 0 56 0 0 No, Trazione, Vu<V

SLV 3 7.54 -83.32 -84.88 2.98 21.0168 1.109 174 200 43.8683 1.0433 95 39.85 46.82 No, Vu<V SLV 4 4.3 34.26 -114.26 -0.15 -41.1008 0.3115 0 0 0 0 56 0 10.1 No, Trazione, Vu<V

SLV 4 7.54 -73.16 -71.45 2.99 16.7485 1.1101 152 164 39.1738 1.1132 88 39.37 44.85 No, Vu<V SLV 5 4.3 -26.64 3.49 -0.02 -2.4925 0.1083 56 56 15.3597 1.2 67 32 34.42 Si

SLV 5 7.54 4.4 53.56 0.98 -21.133 0.6112 0 0 0 0 56 0 25.16 No, Trazione, Vu<V

SLV 6 4.3 -38.25 32.63 -0.04 6.0286 0.1114 80 80 21.6594 1.2 71 34.32 37.3 Si SLV 6 7.54 23.33 78.54 1 -29.081 0.6132 0 0 0 0 56 0 17.21 No, Trazione, Vu<V

SLV 7 4.3 58.93 -199.95 -0.05 -65.9393 0.0706 0 0 0 0 56 0 0 No, Trazione, Vu<V

SLV 7 7.54 -120.61 -139.21 0.81 37.5303 0.101 251 348 59.532 0.8665 125 43.38 53.44 No, Vu<V SLV 8 4.3 47.32 -170.81 -0.07 -57.4182 0.0737 0 0 0 0 56 0 0 No, Trazione, Vu<V

SLV 8 7.54 -101.69 -114.23 0.83 29.5823 0.1031 212 274 51.8881 0.9272 110 40.94 50.19 No, Vu<V SLV 9 4.3 -38.81 10.38 0.06 0.8921 -0.0845 81 81 21.9566 1.2 72 34.43 37.43 Si SLV 9 7.54 13.7 69.77 -0.83 -26.1546 -0.0994 0 0 0 0 56 0 21.62 No, Trazione, Vu<V

SLV 10 4.3 -50.42 39.53 0.04 9.4131 -0.0814 105 105 28.0071 1.2 77 36.75 40.09 Si SLV 10 7.54 32.63 94.75 -0.81 -34.1026 -0.0973 0 0 0 0 56 0 11.45 No, Trazione, Vu<V

SLV 11 4.3 46.76 -193.06 0.02 -62.5547 -0.1222 0 0 0 0 56 0 0 No, Trazione, Vu<V

SLV 11 7.54 -111.31 -123 -0.99 32.5087 -0.6095 232 301 55.8555 0.9239 116 42.79 51.87 No, Vu<V SLV 12 4.3 35.15 -163.91 0.01 -54.0336 -0.1191 0 0 0 0 56 0 9.28 No, Trazione, Vu<V

SLV 12 7.54 -92.39 -98.02 -0.97 24.5608 -0.6075 192 230 47.9011 1.0025 102 40.75 48.51 No, Vu<V SLV 13 4.3 -25.76 -46.16 0.13 -15.4253 -0.3223 54 19910 14.8678 0.0032 519 0.67 34.19 No, M>Mu, Vu<V SLV 13 7.54 -14.82 26.99 -2.99 -13.3208 -1.1064 0 0 0 0 56 0 31.22 No, e>l/2 SLV 14 4.3 -31.96 -30.24 0.12 -10.7849 -0.32 67 101 18.2744 0.7876 76 23.89 35.77 Si SLV 14 7.54 -4.66 40.42 -2.98 -17.5891 -1.1053 0 0 0 0 56 0 28.18 No, e>l/2, Vu<V SLV 15 4.3 -0.08 -107.19 0.12 -34.4593 -0.3336 0 0 0 0 56 0 26.69 No, e>l/2, Vu<V SLV 15 7.54 -52.33 -30.84 -3.04 4.2782 -1.2594 109 109 28.9805 1.2 77 37.13 40.51 Si SLV 16 4.3 -6.29 -91.28 0.11 -29.8189 -0.3313 0 0 0 0 56 0 28.69 No, e>l/2, Vu<V SLV 16 7.54 -42.16 -17.41 -3.03 0.0099 -1.2584 88 88 23.73 1.2 73 35.1 38.22 Si

Tabella dei coefficienti di sicurezza minimi Stato limite Coeff.s. Comb. Verifica PF_SLV 0 SLV 12 No V_SLV 0 SLV 12 No

Maschio 275

Dati geometrici X ini. Y ini. X fin. Y fin. Quota i. Quota.s l Sp. h netta h ini. h fin. a a.s.,sx a.s.,dx

53.23 14.2 53.23 12.185 L8 L11 2.015 0.5 3.24 3.24 3.24 Caratteristiche del materiale (circ.21745) Mattoni pieni con malta bastarda LC1, migliorata malta buona (FAC1469) fk o fmedio fvk0 o τ E G FC 4500 150 4950000 1980000 1.35

Verifiche di resistenza SLE (§ 7.3.7.1) omesse in quanto garantite da uno spettro SLD sempre minore di quello SLV Verifica a pressoflessione nel piano (7.8.2.2) e taglio con rottura per fessurazione diagonale (C8.7.1.5), γM = 2 Comb. Quota N V par V orto M M orto N/(l*sp) N/(l'*sp) µ l' fvd Vt scorr. Vt fess.diag.

Verifica

SLV 1 4.3 -10.29 -31.75 -1.6 16.0937 0.6696 0 0 0 0 56 0 59.3 No, e>l/2 SLV 1 7.54 -123.29 -62.94 2.6 9.2415 0.8452 122 122 113.4842 2.0149 80 80.63 87.94 Si SLV 2 4.3 -3.74 2.36 -1.62 24.3978 0.6771 0 0 0 0 56 0 57.2 No, e>l/2 SLV 2 7.54 -114.7 -24.15 2.61 2.4799 0.8688 114 114 106.2672 2.0149 78 78.91 86.1 Si SLV 3 4.3 -49.65 -152.76 -1.8 -23.28 0.7301 49 61 48.2844 1.6159 68 54.82 70.61 No, Vu<V SLV 3 7.54 -180.85 -211.5 3.08 28.1652 1.0356 180 180 159.1151 2.0149 91 92.14 99.4 No, Vu<V SLV 4 4.3 -43.1 -118.64 -1.82 -14.9759 0.7376 43 44 42.1145 1.9801 64 63.62 68.86 No, Vu<V SLV 4 7.54 -172.26 -172.71 3.09 21.4035 1.0592 171 171 152.5967 2.0149 90 90.42 97.78 No, Vu<V SLV 5 4.3 24.33 128.06 -0.18 52.8009 0.0828 0 0 0 0 56 0 47.17 No, Trazione, Vu<V

SLV 5 7.54 -45.88 143.56 0.06 -16.966 -0.0273 46 48 44.7333 1.9129 65 62.31 69.6 No, Vu<V SLV 6 4.3 36.18 191.57 -0.22 68.2588 0.0941 0 0 0 0 56 0 42.22 No, Trazione, Vu<V

SLV 6 7.54 -30.15 216.74 0.08 -29.772 0.0191 30 1012 29.7292 0.0596 258 7.68 65.25 No, M>Mu, Vu<V

SLV 7 4.3 -106.89 -275.27 -0.84 -78.4448 0.2844 106 260 99.6267 0.8208 108 44.18 84.39 No, Vu<V SLV 7 7.54 -237.74 -351.65 1.67 46.1127 0.6073 236 236 199.6169 2.0149 103 103.52 109.56 No, Vu<V SLV 8 4.3 -95.04 -211.77 -0.88 -62.9869 0.2957 94 184 89.3764 1.0342 92 47.74 81.73 No, Vu<V SLV 8 7.54 -222.01 -278.47 1.69 33.3067 0.6537 220 220 188.8737 2.0149 100 100.37 106.85 No, Vu<V SLV 9 4.3 16.91 156.64 0.83 47.9564 -0.3581 0 0 0 0 56 0 50.02 No, Trazione, Vu<V

SLV 9 7.54 -34.02 186.73 -1.62 -23.0964 -0.575 34 69 33.4565 0.9856 69 34.18 66.35 No, Vu<V SLV 10 4.3 28.76 220.15 0.78 63.4143 -0.3468 0 0 0 0 56 0 45.38 No, Trazione, Vu<V

SLV 10 7.54 -18.29 259.9 -1.6 -35.9024 -0.5286 0 0 0 0 56 0 61.77 No, e>l/2, Vu<V

SLV 11 4.3 -114.32 -246.69 0.17 -83.2893 -0.1564 113 273 105.9465 0.8367 110 46.1 86.01 No, Vu<V SLV 11 7.54 -225.88 -308.48 -0.02 39.9823 0.0596 224 224 191.5517 2.0149 100 101.15 107.52 No, Vu<V SLV 12 4.3 -102.47 -183.19 0.13 -67.8314 -0.1452 102 198 95.8205 1.0364 95 49.28 83.4 No, Vu<V SLV 12 7.54 -210.15 -235.3 0 27.1763 0.106 209 209 180.5452 2.0149 97 98 104.76 No, Vu<V SLV 13 4.3 -35.03 63.52 1.76 -0.0546 -0.7999 35 35 34.4272 2.0149 63 62.98 66.63 Si SLV 13 7.54 -83.77 80.96 -3.02 -11.1932 -0.9805 83 83 79.4428 2.0149 72 72.72 79.11 No, Vu<V SLV 14 4.3 -28.48 97.63 1.74 8.2495 -0.7925 28 28 28.1221 2.0149 61 61.67 64.77 No, Vu<V SLV 14 7.54 -75.17 119.75 -3.01 -17.9548 -0.9569 75 75 71.7461 2.0149 70 71.01 77.06 No, Vu<V SLV 15 4.3 -74.4 -57.49 1.57 -39.4283 -0.7395 74 104 71.0477 1.4325 76 54.67 76.87 Si SLV 15 7.54 -141.33 -67.6 -2.54 7.7305 -0.7901 140 140 128.2853 2.0149 84 84.24 91.69 Si SLV 16 4.3 -67.85 -23.37 1.55 -31.1242 -0.732 67 82 65.1066 1.6462 72 59.3 75.26 Si SLV 16 7.54 -132.73 -28.81 -2.53 0.9688 -0.7665 132 132 121.2872 2.0149 82 82.52 89.92 Si

Stato limite Coeff.s. Comb. Verifica

PF_SLV 0 SLV 10 No V_SLV 0 SLV 10 No

AL 2 – dir Y Pareti componenti l’allineamento: 272, 273, 274, 275 Verifica a livello (+4,30m) Verifica a taglio per fessurazione diagonale

Pareti Comb. Resistenza [kN] Taglio [kN] Res./Taglio

272 SLV 10 242.37 523.4

273 SLV 10 7.02 122.9

274 SLV 10 40.09 39.53

275 SLV 10 45.38 220.15

TOT SLV 10 334.86 905.98 0.37 NO!!

AL 3 – dir X

Maschio 107

Dati geometrici X ini. Y ini. X fin. Y fin. Quota i. Quota.s l Sp. h netta h ini. h fin. a a.s.,sx a.s.,dx

58.89 5.17 53.23 5.17 L6 L8 5.66 0.33 3.81 3.81 3.81 Caratteristiche del materiale (circ.21745) Mattoni pieni con malta bastarda LC1, migliorata malta buona (FAC1469) fk o fmedio fvk0 o τ E G FC 4500 150 4950000 1980000 1.35 Verifiche di resistenza SLE (§ 7.3.7.1) omesse in quanto garantite da uno spettro SLD sempre minore di quello SLV Verifica a pressoflessione nel piano (7.8.2.2) e taglio con rottura per fessurazione diagonale (C8.7.1.5), γM = 2 Comb. Quota N V par V orto M M orto N/(l*sp) N/(l'*sp) µ l' fvd Vt scorr. Vt fess.diag. Verifica SLV 1 0.49 -245.27 206.53 2.95 174.2163 -4.056 131 131 629.7636 5.66 82 152.82 249.8 Si SLV 1 4.3 -63.66 114.9 -2.49 77.504 -0.4596 34 40 175.8184 4.8375 64 101.42 184.76 Si SLV 2 0.49 -255.28 182.04 2.99 176.6741 -4.0759 137 137 652.7384 5.66 83 154.82 252.9 Si SLV 2 4.3 -70.97 78.91 -2.51 104.1216 -0.4654 38 53 195.4694 4.0889 66 89.16 187.81 Si SLV 3 0.49 -154.51 437.79 -3.53 187.4845 0.6092 83 97 411.7307 4.8498 75 119.81 219.72 No, Vu<V SLV 3 4.3 -2.49 370.14 1.29 -116.0172 0.3818 0 0 0 0 56 0 156.89 No, e>l/2, Vu<V SLV 4 0.49 -164.52 413.3 -3.49 189.9422 0.5892 88 99 436.6491 5.0265 75 125.06 223.24 No, Vu<V SLV 4 4.3 -9.81 334.15 1.27 -89.3995 0.376 0 0 0 0 56 0 160.48 No, e>l/2, Vu<V SLV 5 0.49 -434.99 -446.63 10.69 32.6342 -8.2841 233 233 1028.65 5.66 102 190.76 303.2 No, Vu<V SLV 5 4.3 -164.87 -453.17 -6.47 421.1889 -1.4111 88 605 437.5006 0.8258 177 48.11 223.36 No, Vu<V SLV 6 0.49 -453.72 -490.07 10.75 37.3049 -8.3139 243 243 1063.8508 5.66 104 194.51 307.97 No, Vu<V SLV 6 4.3 -178.42 -516.72 -6.5 469.116 -1.4211 96 898 470.8859 0.6022 235 46.73 228.03 No, Vu<V SLV 7 0.49 -132.47 324.22 -10.9 76.8614 7.2663 71 71 356.1282 5.66 70 130.26 211.77 No, Vu<V SLV 7 4.3 39.01 397.64 6.15 -223.8817 1.3935 0 0 0 0 56 0 134.74 No, Trazione, Vu<V SLV 8 0.49 -151.2 280.79 -10.84 81.5321 7.2365 81 81 403.4483 5.66 72 134.01 218.54 No, Vu<V SLV 8 4.3 25.46 334.1 6.12 -175.9545 1.3834 0 0 0 0 56 0 142.35 No, Trazione, Vu<V SLV 9 0.49 -510.59 -783.35 10.86 -74.5054 -7.2474 273 273 1166.1449 5.66 110 205.88 322.03 No, Vu<V SLV 9 4.3 -193.13 -696.66 -6.09 531.3874 -1.3871 103 2485 506.657 0.2355 519 40.3 233 No, M>Mu, Vu<V

Comb. Quota N V par V orto M M orto N/(l*sp) N/(l'*sp) µ l' fvd Vt scorr. Vt fess.diag. Verifica SLV 10 0.49 -529.32 -826.78 10.92 -69.8347 -7.2772 283 283 1198.317 5.66 112 209.63 326.52 No, Vu<V SLV 10 4.3 -206.68 -760.2 -6.12 579.3145 -1.3972 111 7711 539.2229 0.0812 519 13.9 237.48 No, M>Mu, Vu<V SLV 11 0.49 -208.07 -12.49 -10.73 -30.2782 8.303 111 111 542.5442 5.66 78 145.38 237.94 Si SLV 11 4.3 10.75 154.16 6.52 -113.6832 1.4175 0 0 0 0 56 0 150.18 No, Trazione, Vu<V SLV 12 0.49 -226.8 -55.93 -10.67 -25.6075 8.2733 121 121 586.8356 5.66 80 149.13 243.99 Si SLV 12 4.3 -2.8 90.62 6.49 -65.756 1.4074 0 0 0 0 56 0 157.05 No, e>l/2 SLV 13 0.49 -497.27 -915.86 3.51 -182.9155 -0.6001 266 266 1142.8051 5.66 109 203.22 318.79 No, Vu<V SLV 13 4.3 -157.86 -696.71 -1.25 444.8324 -0.3797 85 13185 420.0896 0.0363 519 6.21 220.9 No, M>Mu, Vu<V SLV 14 0.49 -507.28 -940.35 3.55 -180.4578 -0.6201 272 272 1160.3828 5.66 110 205.22 321.22 No, Vu<V SLV 14 4.3 -165.18 -732.69 -1.27 471.45 -0.3855 0 0 0 0 56 0 223.46 No, e>l/2, Vu<V SLV 15 0.49 -406.51 -684.6 -2.96 -169.6474 4.065 218 218 973.6933 5.66 99 185.07 295.81 No, Vu<V SLV 15 4.3 -96.7 -441.46 2.54 251.3112 0.4617 52 423 263.6489 0.693 140 32.04 198.19 No, Vu<V SLV 16 0.49 -416.53 -709.09 -2.92 -167.1896 4.0451 223 223 993.2147 5.66 100 187.07 298.43 No, Vu<V SLV 16 4.3 -104.01 -477.45 2.52 277.9289 0.4559 56 665 282.7829 0.4737 189 29.49 201.04 No, Vu<V Tabella dei coefficienti di sicurezza minimi Stato limite Coeff.s. Comb. Verifica PF_SLV 0 SLV 11 No V_SLV 0 SLV 11 No

AL 3 – dir X Parete nell’allineamento: 107 Livello piano terra (+0,49m) Verifica a taglio per fessurazione diagonale

Parete Comb. Resisenza [kN] Taglio[kN] Res./Taglio

107 SLV 14 321.22 940.35

TOT SLV 14 321.22 940.35 0.34 NO!!

AL 4 – dir Y

Maschio 41

Dati geometrici

X ini. Y ini. X fin. Y fin. Quota i. Quota.s l Sp. h netta h ini. h fin. a a.s.,sx a.s.,dx

58.89 5.17 58.89 -18.205 L5 L6 23.375 0.32 0.49 0.49 0.49 Caratteristiche del materiale

(circ.21745) Mattoni pieni con malta bastarda LC1, migliorata malta buona (FAC1469) fk o fmedio fvk0 o τ E G FC 4500 150 4950000 1980000 1.35 Verifiche di resistenza SLE (§ 7.3.7.1) omesse in quanto garantite da uno spettro SLD sempre minore di quello SLV

Verifica a pressoflessione nel piano (7.8.2.2) e taglio con rottura per fessurazione diagonale (C8.7.1.5), γM =

Comb. Quota N V par V orto M M orto N/(l*sp) N/(l'*sp) µ l' fvd Vt scorr. Vt fess.diag. Verifica SLV 1 0 -825.55 -119.67 135.42 -66.5206 -15.6544 110 110 8896.9388 23.375 78 580.67 950.34 Si SLV 1 0.49 -756.97 -118.87 133.46 -13.3381 49.3282 101 101 8215.1235 23.375 76 566.95 927.57 Si SLV 2 0 -844.49 45.51 135.12 -148.3663 -15.5183 113 113 9083.3939 23.375 78 584.45 956.53 Si SLV 2 0.49 -776.36 46.23 133.16 -151.9509 49.3201 104 104 8408.9713 23.375 76 570.83 934.07 Si SLV 3 0 -683.42 -657.97 132.59 107.9411 -15.2004 91 91 7472.288 23.375 74 552.24 902.52 Si SLV 3 0.49 -619.18 -650.42 130.12 301.5063 48.9148 83 83 6813.7708 23.375 72 539.39 880.06 Si SLV 4 0 -702.35 -492.79 132.29 26.0954 -15.0643 94 94 7664.6808 23.375 74 556.03 909.04 Si SLV 4 0.49 -638.57 -485.32 129.83 162.8935 48.9067 85 85 7013.5131 23.375 73 543.27 886.9 Si SLV 5 0 -1134.39 699.97 44.82 -591.4543 -5.2986 152 152 11838.8371 23.375 86 642.43 1046.73 Si SLV 5 0.49 -1059.87 688.61 44.9 -721.332 15.4297 142 142 11148.2849 23.375 84 627.53 1024.3 Si SLV 6 0 -1170.34 968.34 44.35 -720.6878 -5.0837 156 156 12167.6297 23.375 87 649.62 1057.38 Si SLV 6 0.49 -1096.31 956.83 44.44 -945.104 15.4175 147 147 11487.5069 23.375 85 634.82 1035.33 Si SLV 7 0 -660.6 -1094.34 35.39 -9.9154 -3.7854 88 88 7239.4626 23.375 73 547.68 894.61 No, Vu<V SLV 7 0.49 -600.55 -1083.24 33.78 328.1494 14.0517 80 80 6621.1233 23.375 72 535.67 873.43 No, Vu<V SLV 8 0 -696.55 -825.97 34.92 -139.1489 -3.5705 93 93 7605.8283 23.375 74 554.87 907.04 Si SLV 8 0.49 -636.99 -815.02 33.31 104.3775 14.0395 85 85 6997.2656 23.375 73 542.95 886.34 Si SLV 9 0 -1264.26 908.46 -35.74 -887.2448 4.0656 169 169 13013.1261 23.375 89 668.41 1084.71 Si SLV 9 0.49 -1189.01 893.37 -34.41 -1049.8362 -14.0414 159 159 12337.2604 23.375 87 653.36 1062.87 Si SLV 10 0 -1300.21 1176.83 -36.21 -1016.4784 4.2805 174 174 13331.6194 23.375 90 675.6 1094.99 No, Vu<V SLV 10 0.49 -1225.45 1161.6 -34.88 -1273.6082 -14.0535 164 164 12666.1024 23.375 88 660.64 1073.5 No, Vu<V SLV 11 0 -790.47 -885.86 -45.17 -305.7059 5.5788 106 106 8549.482 23.375 77 573.65 938.76 Si SLV 11 0.49 -729.68 -878.48 -45.54 -0.3548 -15.4193 98 98 7940.9417 23.375 75 561.49 918.36 Si SLV 12 0 -826.42 -617.49 -45.64 -434.9395 5.7937 110 110 8905.5483 23.375 78 580.84 950.62 Si SLV 12 0.49 -766.12 -610.25 -46.01 -224.1268 -15.4315 102 102 8306.704 23.375 76 568.78 930.64 Si SLV 13 0 -1258.46 575.27 -133.11 -1052.4891 15.5594 168 168 12961.4644 23.375 89 667.25 1083.04 Si SLV 13 0.49 -1187.43 563.68 -130.93 -1108.3522 -48.9085 159 159 12322.9318 23.375 87 653.04 1062.41 Si SLV 14 0 -1277.39 740.45 -133.41 -1134.3348 15.6956 171 171 13129.8349 23.375 90 671.03 1088.48 Si SLV 14 0.49 -1206.82 728.78 -131.23 -1246.965 -48.9166 161 161 12498.3664 23.375 88 656.92 1068.08 Si SLV 15 0 -1116.32 36.98 -135.94 -878.0274 16.0134 149 149 11672.5439 23.375 85 638.82 1041.34 Si SLV 15 0.49 -1049.63 32.12 -134.27 -793.5078 -49.3219 140 140 11052.4221 23.375 84 625.48 1021.18 Si SLV 16 0 -1135.26 202.15 -136.24 -959.8731 16.1495 152 152 11846.8521 23.375 86 642.61 1046.99 Si SLV 16 0.49 -1069.02 197.22 -134.56 -932.1206 -49.33 143 143 11233.751 23.375 84 629.36 1027.08 Si

Stato limite Coeff.s. Comb. Verifica PF_SLV 9.945 SLV 10 Si V_SLV 0.806 SLV 7 No

AL 4 – dir Y Parete nell’allineamento: 41 Livello piano terra (+0,49m) Verifica a taglio per fessurazione diagonale

Pareti Comb. Resistenza [kN] Taglio [kN] Res./Taglio

41 SLV 7 873.43 1083.24

TOT SLV 7 873.43 1083.24 0.81 NO!!

R.c. beam B1 2.3.3.

The check was performed assuming a correct design for vertical loads at time of original calculation

(simulated design). Checks with modern normative loads are not satisfied.

1 – Bending moment check

NO!!

2 - Bending moment check

3 - Shear check

R.c. column C1 2.3.4.

The check was performed assuming a correct design for vertical loads at time of original calculation

(simulated design). Checks with modern normative loads are not satisfied at ground level.

1 – Bending with axial force check at level 431cm

2 – Shear check at level 0cm

New condition – Body A 3

The structure was modeled providing a seismic joint between body A and body B.

Different colors indicate surface loads applied on the structure.

Seismic parameters 3.1.

Construction type 2 – ordinary structure – Vn ≥ 50 years Use class III – Facility whose use provides relevant crowding Subsoil class B

Ductility class: CD “B”

Analysis type: linear dynamic

Structure factor: q = 3.00

Structure: regularity in plane and in elevation

Loads, conditions and combinations of loads 3.2.

a) Snow action (NTC 2008)

Snow load: qs = 1.2 kN/m2 .

Snow load was assigned to roof structure elements of the model in form of distributed surface load.

b) Load conditions

c) Surface loads

ROOF SLAB

New roof cover + insulation 1000 “ “

Suspended ceiling + systems + plaster 500 “ “

Strengthening of joists from below 300 “ “

7200 N/m2

TYPICAL FLOOR SLAB

Partition walls 500 “ “

Substratum 650 “ “

Floor tiles 550 “ “

Suspended ceiling + systems + plaster 500 “ “

Strengthening of joists from below 300 “ “

7900 N/m2

STEEL EMERGENCY STAIR

Metallic grid 300 N/m2

4300 N/m2

Correspondence with loads just listed can be found in following table [kN/m2]

d) Linear loads

Linear loads have been inserted for modelling the partition walls on r.c. beams of frames that substitute the transverse original walls.

[kN/m]

e) Combination coefficients in ultimate limit state

f) Combination for serviceability limit state (rare condition)

g) Combination coefficients in Operativity limit state

h) Combination coefficients in Life preservation limit state

i) Combination coefficients in Life preservation limit state - foundations

j) P-Delta combination coefficients

Modal response 3.3.

Risposta modale

Modo: identificativo del modo di vibrare.

Periodo: periodo. [s]

Massa X: massa partecipante in direzione globale X. Il valore è adimensionale.

Massa Y: massa partecipante in direzione globale Y. Il valore è adimensionale.

Massa Z: massa partecipante in direzione globale Z. Il valore è adimensionale.

Massa rot X: massa rotazionale partecipante attorno la direzione globale X. Il valore è adimensionale.

Massa rot Y: massa rotazionale partecipante attorno la direzione globale Y. Il valore è adimensionale.

Massa rot Z: massa rotazionale partecipante attorno la direzione globale Z. Il valore è adimensionale.

Totale masse partecipanti:

Traslazione X: 0.963868

Traslazione Y: 0.964388

Traslazione Z: 0

Rotazione X: 0.978803

Rotazione Y: 0.993743

Rotazione Z: 0.829579

Modo Periodo Massa X Massa Y Massa Z Massa rot X Massa rot Y Massa rot Z 1 0.651130527 0.000000006 0.005491357 0 0.013319368 0.000000016 0.002900935 2 0.643451853 0.000000184 0.004364395 0 0.01057695 0.00000039 0.002733117 3 0.565094848 0.000000002 0.000000927 0 0.000001281 0.000000063 0.001090765 4 0.56492549 0.000001474 0.000126671 0 0.000293821 0.000003724 0.000000025 5 0.488801105 0.000107279 0.001126319 0 0.002639755 0.000288301 0.000569119 6 0.488089261 0.000005327 0.000868357 0 0.001993066 0.000012286 0.000414771 7 0.474434803 0.000884265 0.00008379 0 0.000194235 0.002393075 0.000000072

Modo Periodo Massa X Massa Y Massa Z Massa rot X Massa rot Y Massa rot Z 8 0.423105938 0.000007183 0.000034845 0 0.000087656 0.000020095 0.00009708 9 0.420018964 0.000003865 0.000079112 0 0.00017727 0.000006459 0.000070557 10 0.372562926 0.000000277 0.000386796 0 0.000852019 0.000001227 0.000181024 11 0.369698501 0.000008157 0.000340421 0 0.000733862 0.000014048 0.000086929 12 0.340558261 0.000000194 0.051680768 0 0.089409345 0.000000278 0.02624412 13 0.335278413 0.000004505 0.002259109 0 0.003891458 0.000007723 0.001899405 14 0.320701317 0.000164309 0.001015509 0 0.00158959 0.000278564 0.000000078 15 0.319292313 0.000182401 0.000000093 0 0.000004437 0.000451719 0.002808849 16 0.316985605 0.00312609 0.00012512 0 0.000189469 0.006339698 0.000034575 17 0.316102883 0.00589612 0.00000654 0 0.0000157 0.010064189 0.001121958 18 0.304828962 0.000036242 0.010208334 0 0.016226037 0.000045269 0.003595496 19 0.301442283 0.000016165 0.000000686 0 0.000000004 0.000028473 0.000000468 20 0.297731082 0.000008674 0.00021613 0 0.000465735 0.000010231 0.000008434 21 0.286285694 0.000151408 0.0001475 0 0.000196262 0.000187118 0.000351155 22 0.285696172 0.000121027 0.001573184 0 0.002119866 0.000150749 0.000041706 23 0.272832002 0.00600357 0.002114393 0 0.003040509 0.007597054 0.000342688 24 0.26841484 0.00310669 0.002680144 0 0.004211528 0.004069439 0.004737131 25 0.265740644 0.001080639 0.000138469 0 0.000133192 0.001501635 0.000112431 26 0.239305195 0.001376887 0.008050166 0 0.00935068 0.001466682 0.000045941 27 0.235383521 0.000025858 0.012860599 0 0.015133776 0.000069648 0.002853641 28 0.22616941 0.000140969 0.02628841 0 0.031446657 0.000060968 0.014807111 29 0.219270523 0.001411422 0.317697548 0 0.364031998 0.001285588 0.178220162 30 0.214773791 0.000598092 0.081421509 0 0.087766333 0.000341939 0.032571782 31 0.19874978 0.000736621 0.167251299 0 0.246322294 0.00075862 0.085996236 32 0.195565574 0.021456111 0.001511669 0 0.00230682 0.017477184 0.000333507 33 0.18404001 0.000839285 0.016959 0 0.044439036 0.001073783 0.014332886 34 0.179509962 0.012347214 0.000117066 0 0.000177331 0.007481678 0.001685413 35 0.163781639 0.000372775 0.004965301 0 0.013722049 0.000481567 0.008621548 36 0.152379737 0.058322799 0.000325758 0 0.000013264 0.069854432 0.001440914 37 0.146365935 0.584999261 0.000100251 0 0.00030236 0.85293972 0.08026386 38 0.135850001 0.000246215 0.003153662 0 0.000190402 0.000420929 0.003869303 39 0.121344705 0.003500097 0.000014631 0 0.000077185 0.003968905 0.000683891 40 0.106185678 0.000026074 0.006309175 0 0.001269083 0.000060501 0.028788883 41 0.096647746 0.001838166 0.001721605 0 0.002599291 0.000691614 0.079160941 42 0.084310551 0.000006806 0.02287104 0 0.000010569 0.000223061 0.075179021 43 0.07118686 0.000002087 0.036486377 0 0.000088621 0.000115428 0.001916261 44 0.051987432 0.083682227 0.000001829 0 0.000002962 0.000001427 0.008621535 45 0.046654457 0.000019375 0.030906536 0 0.006989347 0.00004861 0.031984757 46 0.039261478 0.040723423 0.000001631 0 0.000000562 0.000868773 0.010779941 47 0.020214717 0.13017019 0.000082804 0 0.000000022 0.000554581 0.018225792 48 0.017515558 0.00010001 0.140143602 0 0.00001676 0.000016453 0.099583588 49 0.00540369 0.000006462 0.00000053 0 0.000180647 0.000001587 0.000158502 50 0.004451764 0.000003799 0.000076929 0 0.000002616 0.000007472 0.000010456

Calculation notes 3.4.

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